Numerical Modeling for Flow and Transport

Cive 7332

Lecture 7

Uses of Modeling

A model is designed to represent reality in such a way that the modeler can do one of several things:

– Quickly estimate certain aspects of a system (screening models, analytical solutions, ‘back of the envelope’ calculations)

– Determine the causes of an observed condition (flow direction, contamination, subsidence, flooding)

– Predict the effects of changes to a system (pumping, remediation, development, waste disposal)

Types of Ground Water Flow Models

Analytical Models (Exp and ERF functions)– 1-D solution, Ogata and Banks (1961)

– 2-D solution, Wilson and Miller (1978)

– 3-D solutions, Domenico & Schwartz (1990)

Numerical Models (Solved over a grid - FDE)– Flow-only models in 3-D (MODFLOW)

– MODPATH - allows tracking of particles in 2-D placed in flow field produced from MODFLOW

Grid - Hydraulic Conductivity

Governing Equation for Flow

For two-dimensional transient flow conditions– Transient means that the water level changes with time

– Steady state means it is constant in time.

– S = storativity [unitless],

– Q = recharge or withdrawal per unit area [L/T]

– T = transmissivity [L2/T]

x

Tx

h

x

y

Ty

h

y

S

h

t Q

Poisson’s Equation

The basic flow equation in a homogeneous, confined, 2-D aquifer at steady-state (S = 0), with sources and/or sinks

Can be solved analytically or numerically– Theis’ Analytical solution in cylindrical coordinates

– Gauss-Seidel with Successive Over-Relaxation (SOR)

2h

x 2

2h

y 2

Q x, y T

Laplace’s Equation

If there are no source/sink terms, Poisson’s equation reduces to Laplace’s Equation

Can also be solved analytically or numerically– Gauss-Seidel Iteration method

– Successive Over Relaxation method

Solutions are generally smooth and well-behaved

2h

x 2 2h

y 2 0

Laplace Numerical Solution

0

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Numerical Solutions

For complex layered, heterogeneous aquifers, a numerical approximation is required in non-uniform flow

Several types — Finite Difference, Finite Element, and Method of Characteristics

Finite difference approximations involve applying Taylor’s expansions to the equations (flow and transport) and approximating the derivatives in the equation

Other methods involve different approximations, but all are based generally on the Taylor expansion

Taylor’s Expansion from CalculusTaylor’s Series provides a means to predict a function f(x) value at

one point in terms of a function value and its derivatives at another point.

Zero Order approximation might be f(xi+1) = f(xi)

Value at new point is same as at old point

First Order approximation is f(xi+1) = f(xi) + f’(xi)(xi+1 – xi)

Straight line projection to next point

Second Order approximation captures curvature

f(xi+1) = f(xi) + f’(xi)(xi+1 – xi) + f’’(xi) (xi+1 – xi)2

2!

Approximation of f(x) by various orders

Zero Order

First Order

Second OrderTrue Fcn

Xi Xi+1

f(x)

X

Taylor’s Expansion from Calculus

Any function h(x) can be expressed as an infinite series:

h(x x) h(x) xh' (x)

x 2

2h' ' (x)

h(x x) h(x) xh' (x)

x2

2h' ' (x)

Where h’(x) is the first derivative and h’’(x) is the second derivative and so on.

Taylor’s Expansion for Second Derivative

Adding the above two eqns, and neglecting all the higher terms, and rearranging terms gives a useful approximation for h’’(x) :

h' ' x d2h

dx2

x

1

x2 h x x 2h x h x x

h(x) h(x + x)h(x - x)

True Function h(x)

Taylor’s Expansion for dh/dx

Neglecting second and all higher powers, and rearranging terms gives a forward or backward difference approximation for the first derivative or h’(x) :

h' x dh

dx

x

1

xh x x h x

h(x) h(x + x)h(x - x)

True Function h(x)

h' x dh

dx

x

1

xh x h x x

Forward Diff

Backward Diff

Numerical Soln to Laplace’s Equation

Assume ∆x = ∆y [regular square grid] Represent h(xi,yj) = hi,j

h(xi+∆x, yj+∆y) = hi+1,j+1,

Thus replacing terms in Laplace, the F.D.E. becomes

Do the same for the ‘j’ direction, and you have the following:

xi xi+1xi-1

yj

yj-1

yj+1

h x i , y j x

h i , j 1

x 2 hi 1, j 2hi , j hi 1, j

2h

x 2 2h

y 2 0 hi,j

X

Y

Approximation to Laplace’s Eqn.

h xi , y j x

h xi , y j y

1

x2 hi 1, j 2hi , j hi 1, j hi, j 1 2hi, j hi, j 1

1

x2hi 1, j hi, j 1 4hi, j hi1, j hi, j 1 0

Summing terms and solving for hi,j gives:

hi , j 1

4hi 1, j hi, j 1 h i1, j hi , j 1

Application to a Simple 3x3 Grid

Start with boundary conditions and initial estimate for h, assume h1 = h2 = h3 = h4 = 0

Get a new estimate for h1, call it h1m+1

h1m+1 = (top + right + bottom + left)/4

h1m+1 = {0 + h2 + h3 + 0}/4

Repeat four internal points - 2, 3, and 4 using same four-star average calculation

1 2

3 4

h = 0

h = 0 h = 0

h = 1

Application to a gridh1

m+1 = {0 + h2m + h3

m + 0 } /4

h2m+1 = {0 + 0 + h4

m + h1m } /4

h3m+1 = {h1

m + h4m + 1 + 0 } /4

h4m+1 = {h2

m + 0 + 1 + h3m } /4

Use the initial values and boundary conditions for the first approximation

Use the updated values (m+1) for further approximations (m+2)

Continue until the numbers don’t change much (convergence!)

1 2

3 4

h = 0

h = 0 h = 0

h = 1

FDE for Laplace - EXCELnode # 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16Iteration 0 0 0 0 0 0 0 0 0 0 1 1

1 0.0 0.0 0.0 0.0000 0.0000 0.0 0.0 0.2500 0.2500 0.0 1.0 1.0

2 0.0 0.0 0.0 0.0625 0.0625 0.0 0.0 0.3125 0.3125 0.0 1.0 1.0

3 0.0 0.0 0.0 0.0938 0.0938 0.0 0.0 0.3438 0.3438 0.0 1.0 1.0

4 0.0 0.0 0.0 0.1094 0.1094 0.0 0.0 0.3594 0.3594 0.0 1.0 1.0

5 0.0 0.0 0.0 0.1172 0.1172 0.0 0.0 0.3672 0.3672 0.0 1.0 1.0

6 0.0 0.0 0.0 0.1211 0.1211 0.0 0.0 0.3711 0.3711 0.0 1.0 1.0

7 0.0 0.0 0.0 0.1230 0.1230 0.0 0.0 0.3730 0.3730 0.0 1.0 1.0

8 0.0 0.0 0.0 0.1240 0.1240 0.0 0.0 0.3740 0.3740 0.0 1.0 1.0

9 0.0 0.0 0.0 0.1245 0.1245 0.0 0.0 0.3745 0.3745 0.0 1.0 1.0

10 0.0 0.0 0.0 0.1248 0.1248 0.0 0.0 0.3748 0.3748 0.0 1.0 1.0

11 0.0 0.0 0.0 0.1249 0.1249 0.0 0.0 0.3749 0.3749 0.0 1.0 1.0

12 0.0 0.0 0.0 0.1249 0.1249 0.0 0.0 0.3749 0.3749 0.0 1.0 1.0

13 0.0 0.0 0.0 0.1250 0.1250 0.0 0.0 0.3750 0.3750 0.0 1.0 1.0

14 0.0 0.0 0.0 0.1250 0.1250 0.0 0.0 0.3750 0.3750 0.0 1.0 1.0

Equations are programmed in Nodes 6, 7, 10, and 11.All other nodes are boundary conditions, and do not change.Cells 1,4,13, and 16 are the corners, and are not used in the calculations.

1 2 3 4 0 0 0 05 6 7 8 The grid has this 0 0.13 0.13 09 10 11 12 orientation in real life. 0 0.38 0.38 0

13 14 15 16 0 1 1 0

12

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S4

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Convergence Criteria

Convergence for a flow code requires that the change in the solution at each point be less than a specified target,

called the convergence criterion, or sometimes epsilon, If is too large, convergence will occur before a solution

is reached

If is too small, convergence may take very long, or be impossible due to oscillation

There is more than one way to define convergence, including global measures, local measures, etc.

Gauss-Seidel Method Uses partially completed iteration to estimate values for

the rest of the iteration. h1

m+1 = {0 + h2m + h3

m + 0 }/4

h2m+1 = {0 + 0 + h4

m + h1m }/4

h3m+1 = {h1

m+1+ h4m + 1 + 0 }/4

h4m+1 = {h2

m+1+ 0 + 1 + h3m }/4

Use m+1 update iteration values for h1 and h2 when computing h3 and h4

Results in faster convergence over a large grid

Gauss-Seidel node # 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16Iteration 0 0 0 0 0 0 0 0 0 0 1 1

1 0.0 0.0 0.0 0.0000 0.0000 0.0 0.0 0.2500 0.2500 0.0 1.0 1.0

2 0.0 0.0 0.0 0.0625 0.0625 0.0 0.0 0.3281 0.3281 0.0 1.0 1.0

3 0.0 0.0 0.0 0.0977 0.0977 0.0 0.0 0.3564 0.3564 0.0 1.0 1.0

4 0.0 0.0 0.0 0.1135 0.1135 0.0 0.0 0.3675 0.3675 0.0 1.0 1.0

5 0.0 0.0 0.0 0.1203 0.1203 0.0 0.0 0.3719 0.3719 0.0 1.0 1.0

6 0.0 0.0 0.0 0.1230 0.1230 0.0 0.0 0.3737 0.3737 0.0 1.0 1.0

7 0.0 0.0 0.0 0.1242 0.1242 0.0 0.0 0.3745 0.3745 0.0 1.0 1.0

8 0.0 0.0 0.0 0.1247 0.1247 0.0 0.0 0.3748 0.3748 0.0 1.0 1.0

9 0.0 0.0 0.0 0.1249 0.1249 0.0 0.0 0.3749 0.3749 0.0 1.0 1.0

10 0.0 0.0 0.0 0.1249 0.1249 0.0 0.0 0.3750 0.3750 0.0 1.0 1.0

11 0.0 0.0 0.0 0.1250 0.1250 0.0 0.0 0.3750 0.3750 0.0 1.0 1.0

12 0.0 0.0 0.0 0.1250 0.1250 0.0 0.0 0.3750 0.3750 0.0 1.0 1.0

13 0.0 0.0 0.0 0.1250 0.1250 0.0 0.0 0.3750 0.3750 0.0 1.0 1.0

14 0.0 0.0 0.0 0.1250 0.1250 0.0 0.0 0.3750 0.3750 0.0 1.0 1.0

Equations are programmed in Nodes 6, 7, 10, and 11.All other nodes are boundary conditions, and do not change.Cells 1,4,13, and 16 are the corners, and are not used in the calculations.

1 2 3 4 0 0 0 05 6 7 8 The grid has this 0 0.13 0.13 09 10 11 12 orientation in real life. 0 0.38 0.38 0

13 14 15 16 0 1 1 0

12

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S4

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Successive Over-Relaxation - SOR To speed up the convergence, overshoot the standard model. Defining the Residual, c = hi,j

m+1* – hi,jm

Using:

hi,jm+1 = hi,j

m + c = (1– ) hi,jm + hi,j

m+1*,

where is the relaxation factor and hi,jm+1* is given by the

Gauss-Seidel approximation, we get:

hi,jm+1=(1-)hi,j

m +(/4)(hi-1,jm+1 + hi,j-1

m+1 + hi+1,jm + hi,j+1

m )

If = 1, reduces to Gauss-Seidel If 1 < < 2, the method is over-relaxed - usually ~ 1.4 - 1.5

SOR - Marked Improvementnode # 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16Iteration 0 0 0 0 0 0 0 0 0 0 1 1

1 0.0 0.0 0.0 0.0000 0.0000 0.0 0.0 0.3500 0.3500 0.0 1.0 1.0

2 0.0 0.0 0.0 0.1225 0.1225 0.0 0.0 0.3754 0.3754 0.0 1.0 1.0

3 0.0 0.0 0.0 0.1253 0.1253 0.0 0.0 0.3751 0.3751 0.0 1.0 1.0

4 0.0 0.0 0.0 0.1250 0.1250 0.0 0.0 0.3750 0.3750 0.0 1.0 1.0

5 0.0 0.0 0.0 0.1250 0.1250 0.0 0.0 0.3750 0.3750 0.0 1.0 1.0

6 0.0 0.0 0.0 0.1250 0.1250 0.0 0.0 0.3750 0.3750 0.0 1.0 1.0

7 0.0 0.0 0.0 0.1250 0.1250 0.0 0.0 0.3750 0.3750 0.0 1.0 1.0

8 0.0 0.0 0.0 0.1250 0.1250 0.0 0.0 0.3750 0.3750 0.0 1.0 1.0

9 0.0 0.0 0.0 0.1250 0.1250 0.0 0.0 0.3750 0.3750 0.0 1.0 1.0

10 0.0 0.0 0.0 0.1250 0.1250 0.0 0.0 0.3750 0.3750 0.0 1.0 1.0

11 0.0 0.0 0.0 0.1250 0.1250 0.0 0.0 0.3750 0.3750 0.0 1.0 1.0

12 0.0 0.0 0.0 0.1250 0.1250 0.0 0.0 0.3750 0.3750 0.0 1.0 1.0

13 0.0 0.0 0.0 0.1250 0.1250 0.0 0.0 0.3750 0.3750 0.0 1.0 1.0

14 0.0 0.0 0.0 0.1250 0.1250 0.0 0.0 0.3750 0.3750 0.0 1.0 1.0

Equations are programmed in Nodes 6, 7, 10, and 11.All other nodes are boundary conditions, and do not change.Cells 1,4,13, and 16 are the corners, and are not used in the calculations.

1 2 3 4 0 0 0 05 6 7 8 The grid has this 0 0.13 0.13 09 10 11 12 orientation in real life. 0 0.38 0.38 0

13 14 15 16 0 1 1 0

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Numerical Simulation ModelsNumerical models solve approximations of the governingequations of flow and transport - over a grid system

– Based on a grid or mesh laid over the study site– Helps organize large datasets into logical units– Data required includes boundary conditions, hydraulic

conductivity, thickness, pump rates, recharge, etc.)– Can be computationally intensive– Can be applied to actual field sites to help understand

complex hydrogeologic interrelationships.

Often-Used Numerical ModelsMODFLOW (1988) - USGS flow model for 3-D aquifers

MODPATH - flow line model for depicting streamlines

MOC (1988) - USGS 2-D advection/dispersion code

MT3D (1990, 1998) - 3-D transport code works with MODFLOW

RT3D (1998) - 3-D transport chlorinated - MODFLOW

BIOPLUME II, III (1987, 1998) - authored at Rice Univ 2-D based on the MOC procedures.

Numerical Solution of Equations

Numerically -- H or C is approximated at each point of a computational domain (may be a regular grid or irregular)– Solution is very general

– May require intensive computational effort to get the desired resolution

– Subject to numerical difficulties such as convergence problems and numerical dispersion

– Generally, flow and transport are solved in separate independent steps (except in density-dependent or multi-phase flow situations)

MODFLOW Introduction

Written in the 1984 and updated in 1988 Solves governing equations of flow for a full 3-D aquifer

system with variable K, b, recharge, drains, rivers, and pumping wells. – Withdrawal and injection wells (rates may change with time)

– Constant head boundaries or regions (ponds/rivers/fixed heads)

– No-flow boundaries or regions (bedrock outcrops/water divides)

– Regions of diffuse recharge or discharge (rainfall)

– Observation wells

MODFLOW Features

MODFLOW

MODFLOW is a modular 3-D finite-difference flow code developed by the U.S. Geological Survey to simulate saturated flow through a layered porous media. The PDE solved is for h(x,y,z,t):

– where Kxx, Kyy, and Kzz are defined as the hydraulic conductivity along the x, y, and z coordinate axis, h represents the potentiometric head, W is the volumetric flux per unit volume being pumped, Ss is the specific storage of the porous material and t is time.

t

hSW

z

hK

zy

hK

yx

hK

x szzyyxx

MODFLOW Features

MODLOW consists of a main program and a series of independent subroutines grouped into packages.

Each package controls with a specific feature of the hydrologic system, such as wells, drains, and recharge. The division of the program into packages allows the user to analyze the specific hydrologic feature of the model independently.

MODFLOW Features

MODFLOW is one of the most versatile and widely accepted groundwater models

It is particularly good in heterogeneous regions because it allows for vertical interchange between layers, as well as horizontal flow within the aquifers.

It also allows for variable grids to speed computation.

It has been applied to model thousands of field sites containing a number of different contaminants and for a number of different remediation applications.

Solution Methods MODFLOW is an iterative numerical solver (SIP or SOR). The initial head values are provided and the these heads

are gradually changed through a series of time steps, in the case of a transient model run, until the governing equation is satisfied. Time steps can be variable to speed output.

The primary output from the model is the head distribution in x, y, and z, which can then be used by a transport model.

In addition, a volumetric water budget is provided as a check on the numerical accuracy of the simulation.

MODFLOW - Input to Transport Models Designed to create modern GUI to ease large data entry

and output graphical manipulation for applications to complex field sites

– GMS - 1995

– Visual MODFLOW

– Ground Water Vistas

PLUME visualization

MODPATH - Pathlines Designed to use heads from MODFLOW and linear

interpolation to compute velocity Vx and or Vy.

Particles can be placed in areas of known or suspected source concentrations in order to create possible tracks of contaminants in space and time - streaklines

Path results after two time steps

MODPATH Designed to use heads from MODFLOW and linear

interpolation to compute velocity Vx in the x direction:

Vx = (1-fx)Vx(i -1/2) +fxVx(i +1/2)

Where fx = (xp - x(i-1/2) / xi,j

And xp is the x coordinate of the particle

i, j (i + 1/2, j)(i - 1/2, j)

Particle LocationIn Grid

Vxx

Overlay of Grid on Map

Grid - Hydraulic Conductivity

Heads and Boundary Features

10 yr pathlines

Wei 03 2-layer final elev(Weifinal)

Dec 2002 Original

MODPATH - EXAMPLE

Designed to create modern GUI to ease large data entry and output graphical manipulation for applications to complex field sites

Source

Alternative 2Alternative 3

Alternative 2Alternative 3Alternative 4

Alternative 5

Contaminant Transport in 2-D

CB

t

xI

BDIJC

x J

xI

BCVI C W

E

C = Concentration of Solute [M/L3]DIJ = Dispersion Coefficient [L2/T] - x and yB = Thickness of Aquifer [L]C’ = Concentration in Sink Well [M/L3]W = Flow in Source or Sink [L3/T]E = Porosity of Aquifer [unitless]VI = Velocity in ‘I’ Direction [L/T] - x and y

2-D CONTAMINANT TRANSPORT

Domenico and Schwartz (1990) 3-D solutions for several geometries (listed in Bedient et

al. 1999, Section 6.8) - spreadsheets exist Generally a vertical plane, constant concentration source.

C x,y,z, t C0

1

8

erfc

x vt

2 xvt

erfy Y 2

2 y x

- erf

y Y 2

2 y x

erfz Z 2

2 z x

- erf

z Z 2

2 z x

Method of Characteristics USGS (MOC) Written for USGS by Konikow and

Bredehoeft in 1978 Solves flow equations with Alternating

Direction Implicit (ADI) method Solves transport equations via particle

tracking method and finite difference Using velocities calculated from the flow

solution, vx = kx (∆h/∆x), particles are moved

Concentrations are based on the average concentration of all particles in a cell at the end of the time step

Velocity

MOC Concepts

Partial Differential Equation replaced by equivalent set of ODEs called ‘characteristic equations’ (approximated with finite difference)

Particle in a cell is moved a distance proportional to the seepage velocity within the cell– Accounts for concentration change due to advection

Remainder of governing equation solved by finite difference methods– Accounts for concentration change due to dispersion, changes in

saturated thickness, and fluid sources

MOC/BIOPLUME II Capabilities Can simulate effects of natural or enhanced

biodegradation:– Fast-equilibrium biodegradation– First-order biodegradation– Monod kinetics – Withdrawal and injection wells (pump and treat

systems)– Injection wells for oxygen enhancement– Observation wells within and outside plume area

BIOPLUME II Concepts Can simulate effects of natural or enhanced biodegradation Adjustment is made at each time step in numerical grid

Background D.O.

Initial HydrocarbonConcentration

Reduced OxygenConcentration

Oxygen Depletion

Reduced HydrocarbonConcentration

+ =

BIOPLUME IIIntroduction to Solution Methods and

Model Mechanics

What does it do?

Two dimensional finite difference model for simulating natural attenuation due to:– advection

– dispersion

– sorption

– biodegradation

How Does BPIII Solve Equations?

Contaminant transport solved using the Method of Characteristics

Particles travel along Characteristic lines determined by flow solution.

Particles carry mass Advection solved via particle movement Dispersion solved explicitly Reaction solved explicitly

– First order decay

– Instantaneous Biodegradation

Initial location of particle New location of particle Flow line and direction of flow Computed path of particle

Particle Movement

Limitations/Assumptions Darcy’s Law is valid Porosity and hydraulic conductivity constant in time,

porosity constant in space Fluid density, viscosity and temperature have no effect on

flow velocity Reactions do not affect fluid or aquifer properties Ionic and molecular diffusion negligible Vertical variations in head/concentration negligible Homogeneous, isotropic longitudinal and transverse

dispersivity

Limitations of Biodegradation

No selective or competitive biodegradation of hydrocarbons (lumped hydrocarbons)

Conceptual model of biodegradation is a simplification of the complex biologically mediated redox reactions that occur in the subsurface

End ofSimulation?

End ofPumping Period?

End ofTime Step?

Start

Read Geologic, Hydrogeologic & Chemical Input Data

Generate Uniformly Distributed Particles

Make New/Remove Old Particles @ Edges

Compute Explicitly Conc. at Nodes

Compute Dispersion Coefficients

Determine ²t for Explicit Calculations

Move Particles

Calc. Avg. Conc. in Each Cell

Compute Hydraulic Gradients

Adjust Concentration of Each Particle

Compute Ground Water Velocities

Compute Mass BalanceStop

Summarize and Print Results

YN

Y

N

NY

BIOPLUME II Flowchart

HOW TO SET UP A MODEL

1. Data Collection & Analysis

2. Modeling Scale

3. Discretization

4. Boundary Conditions

5. Parameter Estimation

6. Calibration

7. Sensitivity Analysis

8. Error Estimation

9. Prediction

SOURCE DATA

Mass of contaminant Q, C0

Discrete vs. Continuous

Nature of contaminant

Chemical stability Biological stability Adsorption

PARAMETER ESTIMATION

1. Porosity

2. Dispersivity

3. Storage coefficients

4. Hydraulic conductivity

5. Thickness of unit

6. Recharge rates

REGIONAL SCALE - QUANTITATIVE

Aquifer characteristics Background gradients Geology Recharge sources

LOCAL SCALE - WATER QUALITY

Site history Site characterization Source definition Nature of contamination Plume delineation

MOC TIMING PARAMETERS

Total Simulation Time

1st pumping period 2nd

NPMP = 2

For Each Pumping Period

PINT = pumping period in yrs

NTIM = # of time steps in pumping period

MOC BOUNDARY CONDITIONS

Two types

Constant Head– Water Table = constant

Constant Flux– Flow rate Q

– Concentration C0

MOC BOUNDARY CONDITIONSSpecifications of NCODES

For Each Code in NOEID map

LEAKANCE (s-1)– vertical hyd. conduct. / thickness

CONCENTRATION OF CONTAMINANT

RECHARGE RATE (ft/s)

NOTEFor constant head cells set LEAKANCE to 1.0

MOC SOURCE DEFINITION

Injection well Flow rate - Q Concentration - C0

Constant Head Cell C=C0

Recharge Cell Flow rate - Q Concentration - C0

PHYSICAL AQUIFER CHARACTERISTICS

1. Transmissivity (ft2/s) – VPRM

2. Thickness (ft) – THCK

3. Dispersivity (ft)

Longitudinal – BETA

Ratio – DLTRAT = Txx/Tyy

4. Porosity – POROS

5. Storativity – SNOTEFor transient problemsTIMX – increment multiplierTINIT – size of initial time step

MOC REACTION PARAMETERS

NREACTFlag to instruct MOC to expect reaction data

0 - no reactions

1 - reactions taking place

expect card # 4 free format

Two types of reaction:RETARDATION

KD - Distribution coefficient

RHOB - Bulk density

RADIOACTIVE DECAY

THALF - Half life of solute

INPUT PARAMETERS AFFECTING ACCURACY FOR HYDRAULIC

CALCULATIONSITMAX

Maximum allowable number of iterations: 100-200

Increase ITMAX if hydraulic mass balance error is > 1%

NITPNumber of iteration parameters

USE 7

TOLConvergence criteria: <0.01

Decrease TOL to get less hydraulic mass balance error

PARAMETERS AFFECTING ACCURACY OF TRANSPORT

NPTPND - Number of particles in a cell

NPMAX - Maximum number of particles

= NX • NY • NPTPND

STABILITY CRITERIA FOR MOCMOC may require dividing NTIM or PINT into smaller move time steps

t minimum of

– Dispersion

– Mixing

– Advection

22

5.0

dy

D

dx

D yyxx

kji

kji

W

nb

,,

,,

maxxV

x

maxyV

y

INPUT PARAMETERS AFFECTING STABILITY OF MOC

CELDIS - max distance per move– If CELDIS < space between particles MOC will oscillate for

N yrs BUT gives smallest Mass Balance errors for T>N

– If CELDIS = Stability Criteria DO a sensitivity analysis on CELDIS

NPTPND - initial # of particles– Accuracy of MOC directly proportional to NPTPND

– Runtime inversely proportional to NPTPND

RULE OF THUMB– Initially set NPTPND=4 or 5 and CELDIS=0.75 or 1

– For final runs use NPTPND=9 and CELDIS=0.5

Output control

NPNTMVNumber of particle moves after which output is requested. Use 0 to print at end of time steps

NPNTVLPrinting velocities

0 - do not print

1 - print for first time step

2 - print for all time steps

NPNTDPrint dispersion equation coefficients

NPDELCPrint changes in concentration

NPNCHVDo not use this option. Always set to 0. It is used to request cards to be

punched.

Output control (cont.)

Concentrations

Calibration,Validation, and Sensitivity Analysis

– Calibration is the process of making the model match real-world data. Involves making several model runs, varying parameters until the ‘best fit’ is achieved.

– Validation is the process of confirming the validity of your calibration by using the model to fit an independent set of data.

– Sensitivity Analysis is the process of changing parameters to see the effects on the model results. The most sensitive parameters need to be checked for accuracy to ensure the best model.